Dane projektowe: |
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Parametry geotechniczne ustalono meodą B. |
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M [kNm] |
400,000 |
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N [kN] |
890,000 |
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Zestawienie cech fizycznych i mechanicznych gruntów: |
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Lp |
Rzędna warstwy |
Miąższość |
Warunki wodne |
Analiza makroskopowa: |
Cechy fizyczne gruntów: |
Cechy mechaniczne gruntów: |
Współczynniki nośności: |
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Oznaczenie |
Wilgotność |
Stan gruntu |
ρs |
ρ |
wn |
ρd |
ρ' |
ρ" |
ID/IL |
Mo(n) |
β |
M(n) |
Cu(n) |
Φu(n) |
Φu(r) |
NC |
ND |
NB |
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- |
m |
M |
- |
- |
- |
- |
t/m3 |
t/m3 |
% |
t/m3 |
t/m3 |
t/m3 |
1/1 |
MPa |
- |
MPa |
kPa |
° |
° |
- |
- |
- |
Interpolacja: |
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1 |
2 |
3 |
4 |
5 |
6 |
7 |
8 |
9 |
10 |
11 |
12 |
13 |
14 |
15 |
16 |
17 |
18 |
19 |
20 |
21 |
22 |
23 |
Φ |
ND |
NC |
NB |
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1 |
0,00 |
4,0000 |
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Pg (C) |
wilgotny |
twardoplastyczny |
2,65 |
1,75 |
16 |
1,509 |
- |
- |
IL=0.20 |
30 |
0,60 |
50,000 |
17 |
15,0 |
13,50 |
10,090 |
3,425 |
0,435 |
13,00 |
3,260 |
9,810 |
0,390 |
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13,50 |
x |
x |
x |
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4,00 |
14,00 |
3,590 |
10,370 |
0,480 |
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2 |
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3,0000 |
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Ps |
wilgotny |
średnio zagęszczony |
2,65 |
1,85 |
14 |
1,623 |
- |
- |
ID=0.42 |
84 |
0,90 |
93,333 |
- |
32,5 |
29,25 |
28,430 |
16,930 |
6,698 |
x= |
3,425 |
10,090 |
0,435 |
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4,00 |
Ń▼ |
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7,00 |
|| |
mokry |
2,65 |
2,00 |
22 |
1,639 |
1,021 |
ID=0.42 |
84 |
0,90 |
93,333 |
- |
32,5 |
29,25 |
28,430 |
16,930 |
6,698 |
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3 |
7,50 |
0,5000 |
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Gp (A) |
mało wilgotny |
twardoplastyczny |
2,67 |
2,20 |
12 |
1,964 |
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IL=0.10 |
60 |
0,90 |
66,667 |
44 |
23,1 |
20,79 |
15,604 |
6,926 |
1,691 |
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4 |
12,00 |
4,5000 |
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Gπzw (A) |
mało wilgotny |
twardoplastyczny |
2,71 |
2,00 |
22 |
1,639 |
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IL=0.05 |
70 |
0,90 |
77,778 |
46 |
24,0 |
21,60 |
16,452 |
7,520 |
1,942 |
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str. 7,8 |
str. 7,8 |
str. 7,8 |
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str. 11 PN |
str. 10 PN |
M=Mo/b |
str. 9 PN |
str. 9 PN |
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str. 17 PN |
str. 17 PN |
str. 17 PN |
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1. Wstępne przyjęcie danych: |
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B [m] |
2,5000 |
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ρd=(ρ*100)/(100+w) |
ρ'=(1-n)(ρS-ρW) |
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L [m] |
2,5000 |
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ρW |
1,00 |
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D=Dmin [m] |
1,0000 |
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2. Obliczenia wstępne: |
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ρg+f [t/m3] |
2,200 |
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g [m/s2] |
9,810 |
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Ng+f [kN] |
134,888 |
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Nrg+f [kN] |
161,865 |
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Nk [kN] |
890,000 |
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Nrk [kN] |
1068,000 |
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Nr [kN] |
1229,865 |
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M [kNm] |
400,000 |
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Mr [kNm] |
480,000 |
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3. Naprężenia pod fundamentem: |
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σr [kPa] (N) |
196,778 |
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σr [kPa] (M) |
184,320 |
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σmax [kPa] |
381,098 |
≤ |
600,0000 |
[kPa] |
1,0000 |
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σmin [kPa] |
12,458 |
≤ |
600,0000 |
[kPa] |
1,0000 |
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σmax/σmin |
30,590 |
≥ |
1,30 |
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4. Projektowanie stopy kwadratowej: |
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B [m] |
2,5000 |
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L [m] |
2,5000 |
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D=Dmin [m] |
2,0000 |
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ρg+f [t/m3] |
2,2000 |
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g [m/s2] |
9,8100 |
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Ng+f [kN] |
269,775 |
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Nrg+f [kN] |
323,730 |
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Nk [kN] |
890,000 |
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Nrk [kN] |
1068,000 |
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Nr [kN] |
1391,730 |
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M [kNm] |
400,000 |
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Mr [kNm] |
480,000 |
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σr [kPa] (N) |
222,677 |
≤ |
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[kPa] |
1,0000 |
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eB [m] |
0,345 |
eL [m] |
0,00 |
=> |
Przesuwam ścianę fundamentową o eB w lewo i niweluję całkowicie moment. |
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4. Ustalenie jednostkowego odporu obliczeniowego podłoża z uwzględnieniem nośności poszczególnych warstw: |
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a) odpór jednostkowy gruntu na poziomie posadowienia- warstwa PS: |
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B' [m] |
2,5000 |
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iB |
1,0000 |
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L' [m] |
2,5000 |
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iC |
1,0000 |
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eB [m] |
0,0000 |
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iD |
1,0000 |
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eL [m] |
0,0000 |
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B'/L' |
1,0000 |
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ρD [t/m3] |
2,2000 |
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ρDr [t/m3] |
1,9800 |
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ρB [t/m3] |
1,5736 |
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ρBr [t/m3] |
1,4162 |
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NC |
28,4300 |
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ND |
16,9300 |
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NB |
6,6980 |
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Cu(n) [kPa] |
0,0000 |
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Cu(r) [kPa] |
0,0000 |
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QfNB [kN] |
11366,9032 |
=> |
m*QfNB [kN] |
9207,1916 |
=> |
Nr≤m*QfNB [kN] |
1,0000 |
Nr/m*QfNB [%] |
15,1157 |
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m |
0,8100 |
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|
Nr [kN] |
1391,7300 |
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|
Nośność warstwy Pg została wykorzystana w: |
15,1157 |
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|
b) odpór jednostkowy- warstwa GP: |
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|
h [m] |
3,0000 |
> |
B [m] |
=> |
b [m] |
1,0000 |
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B' [m] |
3,5000 |
|
iB |
1,0000 |
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L' [m] |
3,5000 |
|
iC |
1,0000 |
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eB [m] |
0,0000 |
|
iD |
1,0000 |
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eL [m] |
0,0000 |
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D=Dmin [m] |
5,0000 |
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B'/L' |
1,0000 |
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ρh [t/m3] |
1,2971 |
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ρD [t/m3] |
1,4783 |
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ρDr [t/m3] |
1,3305 |
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ρB [t/m3] |
2,2000 |
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ρBr [t/m3] |
1,9800 |
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NC |
15,6040 |
|
Naprężenia pod fundamentem zastępczym: |
159,4207 |
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ND |
6,9260 |
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NB |
1,6910 |
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Cu(n) [kPa] |
44,0000 |
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Cu(r) [kPa] |
39,6000 |
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QfNB [kN] |
24738,5675 |
=> |
m*QfNB [kN] |
20038,2396 |
=> |
Nr≤m*QfNB [kN] |
1,0000 |
Nr/m*QfNB [%] |
9,7459 |
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m |
0,8100 |
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Nr' [kN] |
1952,9040 |
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|
Nośność warstwy Pg została wykorzystana w: |
9,7459 |
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|
c) odpór jednostkowy- warstwa Gπ: |
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|
h [m] |
2,5000 |
> |
B' [m] |
=> |
b [m] |
0,8333 |
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B' [m] |
4,3333 |
|
iB |
1,0000 |
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L' [m] |
4,3333 |
|
iC |
1,0000 |
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eB [m] |
0,0000 |
|
iD |
5,0000 |
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eL [m] |
0,0000 |
|
D=Dmin [m] |
7,5000 |
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B'/L' |
1,0000 |
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ρh [t/m3] |
2,2000 |
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ρD [t/m3] |
1,7189 |
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ρDr [t/m3] |
1,5470 |
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ρB [t/m3] |
2,0000 |
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|
ρBr [t/m3] |
1,8000 |
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|
Naprężenia pod fundamentem zastępczym: |
168,7468 |
|
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NC |
16,4520 |
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ND |
7,5200 |
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NB |
1,9420 |
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|
Cu(n) [kPa] |
46,0000 |
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|
Cu(r) [kPa] |
41,4000 |
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|
QfNB [kN] |
219621,9337 |
=> |
m*QfNB [kN] |
177893,7663 |
=> |
Nr≤m*QfNB [kN] |
1,0000 |
Nr/m*QfNB [%] |
1,7812 |
|
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|
m |
0,8100 |
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|
Nr' [kN] |
3168,6900 |
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|
Nośność warstwy Pg została wykorzystana w: |
1,7812 |
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1m: |
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1. Wstępne przyjęcie danych: |
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|
B [m] |
2,2000 |
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|
L [m] |
2,2000 |
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|
D=Dmin [m] |
2,0000 |
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2. Obliczenia wstępne: |
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|
ρg+f [t/m3] |
2,200 |
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g [m/s2] |
9,810 |
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|
Ng+f [kN] |
208,914 |
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|
Nrg+f [kN] |
250,697 |
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Nk [kN] |
890,000 |
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Nrk [kN] |
1068,000 |
|
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Nr [kN] |
1318,697 |
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Mk [kNm] |
400,000 |
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|
Mr [kNm] |
480,000 |
|
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|
3. Naprężenia pod fundamentem: |
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|
σr [kPa] (N) |
272,458 |
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|
σr [kPa] (M) |
270,473 |
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|
σmax [kPa] |
542,931 |
≤ |
600,0000 |
[kPa] |
1,0000 |
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|
σmin [kPa] |
1,985 |
≤ |
600,0000 |
[kPa] |
1,0000 |
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|
σmax/σmin |
273,568 |
≥ |
1,30 |
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4. Projektowanie stopy kwadratowej: |
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|
B [m] |
2,1000 |
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|
L [m] |
2,1000 |
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|
D=Dmin [m] |
1,0000 |
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|
ρg+f [t/m3] |
2,2000 |
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|
g [m/s2] |
9,8100 |
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|
Ng+f [kN] |
95,177 |
|
95,1766 |
|
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|
Nrg+f [kN] |
114,212 |
|
|
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|
Nk [kN] |
890,000 |
|
890,0000 |
|
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|
Nrk [kN] |
1068,000 |
|
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|
Nr [kN] |
1182,212 |
|
985,1766 |
|
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|
M [kNm] |
400,000 |
|
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|
Mr [kNm] |
480,000 |
|
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|
σr [kPa] (N) |
268,075 |
|
223,3961 |
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eB [m] |
0,406 |
eL [m] |
0,00 |
=> |
Przesuwam ścianę fundamentową o eB w lewo i niweluję całkowicie moment. |
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4. Ustalenie jednostkowego odporu obliczeniowego podłoża z uwzględnieniem nośności poszczególnych warstw: |
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a) odpór jednostkowy gruntu na poziomie posadowienia- warstwa Pg: |
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B' [m] |
2,1000 |
|
iB |
1,0000 |
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L' [m] |
2,1000 |
|
iC |
1,0000 |
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eB [m] |
0,0000 |
|
iD |
1,0000 |
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eL [m] |
0,0000 |
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B'/L' |
1,0000 |
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ρD [t/m3] |
2,2000 |
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ρDr [t/m3] |
1,9800 |
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ρB [t/m3] |
1,7629 |
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ρBr [t/m3] |
1,5866 |
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NC |
10,0900 |
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ND |
3,4250 |
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NB |
0,4350 |
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Cu(n) [kPa] |
17,0000 |
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Cu(r) [kPa] |
15,3000 |
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QfNB [kN] |
1665,5250 |
=> |
m*QfNB [kN] |
1349,0752 |
=> |
Nr≤m*QfNB [kN] |
1,0000 |
Nr/m*QfNB [%] |
87,6313 |
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m |
0,8100 |
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Nr [kN] |
1182,2119 |
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|
Nośność warstwy Pg została wykorzystana w: |
87,6313 |
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b) odpór jednostkowy- warstwa PS: |
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h [m] |
1,0000 |
< |
B [m] |
=> |
b [m] |
0,3333 |
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B' [m] |
2,4333 |
|
iB |
1,0000 |
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L' [m] |
2,4333 |
|
iC |
1,0000 |
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eB [m] |
0,0000 |
|
iD |
1,0000 |
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eL [m] |
0,0000 |
|
D=Dmin [m] |
2,0000 |
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B'/L' |
1,0000 |
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ρh [t/m3] |
1,7500 |
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ρD [t/m3] |
1,7500 |
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ρDr [t/m3] |
1,5750 |
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ρB [t/m3] |
1,8500 |
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ρBr [t/m3] |
1,6650 |
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NC |
28,4300 |
|
Naprężenia pod fundamentem zastępczym: |
220,2615 |
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ND |
16,9300 |
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NB |
6,6980 |
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|
Cu(n) [kPa] |
0,0000 |
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|
Cu(r) [kPa] |
0,0000 |
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|
QfNB [kN] |
8926,4662 |
=> |
m*QfNB [kN] |
7230,4377 |
=> |
Nr≤m*QfNB [kN] |
1,0000 |
Nr/m*QfNB [%] |
18,0375 |
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m |
0,8100 |
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|
Nr' [kN] |
1304,1928 |
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|
Nośność warstwy Pg została wykorzystana w: |
18,0375 |
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c) odpór jednostkowy- warstwa Gp: |
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|
h [m] |
3,0000 |
> |
B' [m] |
=> |
b [m] |
1,0000 |
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|
B' [m] |
3,4333 |
|
iB |
1,0000 |
|
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|
L' [m] |
3,4333 |
|
iC |
1,0000 |
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|
eB [m] |
0,0000 |
|
iD |
2,0000 |
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|
eL [m] |
0,0000 |
|
D=Dmin [m] |
5,0000 |
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B'/L' |
1,0000 |
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|
ρh [t/m3] |
1,2971 |
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ρD [t/m3] |
1,4783 |
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ρDr [t/m3] |
1,3305 |
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|
ρB [t/m3] |
2,2000 |
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|
ρBr [t/m3] |
1,9800 |
|
|
Naprężenia pod fundamentem zastępczym: |
156,4495 |
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|
NC |
15,6040 |
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|
ND |
6,9260 |
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|
NB |
1,6910 |
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|
Cu(n) [kPa] |
44,0000 |
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|
Cu(r) [kPa] |
39,6000 |
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|
QfNB [kN] |
37105,4934 |
=> |
m*QfNB [kN] |
30055,4497 |
=> |
Nr≤m*QfNB [kN] |
1,0000 |
Nr/m*QfNB [%] |
6,1360 |
|
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|
m |
0,8100 |
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|
Nr' [kN] |
1844,1923 |
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|
Nośność warstwy Pg została wykorzystana w: |
6,1360 |
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|
206,2286 |
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|
Głębokość p.p.t. |
Wykresy naprężeń w gruncie |
z |
z/B |
L/B |
ηS |
σzρ |
σzs |
σzd |
σzt |
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|
m |
|
m |
- |
- |
- |
kPa |
kPa |
kPa |
kPa |
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|
|
1,000 |
0,000 |
0,000 |
1,000 |
1,000 |
17,168 |
17,168 |
206,229 |
223,396 |
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|
2,000 |
1,000 |
0,476 |
1,000 |
0,530 |
34,335 |
9,099 |
109,301 |
143,636 |
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|
3,000 |
2,000 |
0,952 |
1,000 |
0,300 |
52,484 |
5,150 |
61,869 |
114,352 |
|
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|
|
5,000 |
4,000 |
1,905 |
1,000 |
0,100 |
72,510 |
1,717 |
20,623 |
93,133 |
|
|
|
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|
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|
|
|
|
7,500 |
6,500 |
3,095 |
1,000 |
0,040 |
126,465 |
0,687 |
8,249 |
134,714 |
|
|
|
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|
|
12,000 |
11,000 |
5,238 |
1,000 |
0,000 |
214,755 |
0,000 |
0,000 |
214,755 |
|
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|
|
|
|
|
|
hi≤0,5*B [m] |
1,0500 |
|
λ |
1,0000 |
|
Zmax[m] |
3,8500 |
|
|
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|
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|
Głębokość p.p.t. |
Rodzaj gruntu i rozkład naprężeń dodatkowych i wtórnych |
z |
zi |
zi/B |
ηS |
σzdi |
hi |
σzsi |
Moi(n) |
Mi(n) |
si' |
si" |
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m |
|
m |
m |
- |
- |
kPa |
m |
kPa |
MPa |
MPa |
10-3 m |
10-3 m |
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|
1,000 |
|
0,000 |
0,500 |
0,238 |
0,740 |
152,609 |
1,000 |
12,704 |
30,000 |
50,000 |
5,086971 |
0,254079 |
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2,000 |
|
1,000 |
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|
1,500 |
0,714 |
0,400 |
82,491 |
1,000 |
6,867 |
30,000 |
50,000 |
2,749714 |
0,137340 |
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2,500 |
1,190 |
0,210 |
43,308 |
1,0000 |
3,605 |
84,000 |
93,333 |
0,515571 |
0,038627 |
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3,000 |
|
2,000 |
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4,850 |
|
3,850 |
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3,350 |
1,595 |
0,160 |
32,997 |
0,850 |
2,747 |
84,000 |
93,333 |
0,333894 |
0,025016 |
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8,686150 |
0,455061 |
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Osiadanie pierwotne [mm]: |
8,686 |
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9,141212 |
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Osiadanie wtórne [mm]: |
0,455 |
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Osiadanie całkowite [mm]: |
9,141 |
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Osiadanie rzeczywiste [mm]: |
5,223 |
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Naprężenia krytyczne wg Maaga: |
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Naprężenia krytyczne wg Masłowa: |
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Φu(n) |
15,000 |
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Φu(n) |
15,000 |
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MC |
4,8500 |
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MB |
0,350 |
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MD |
2,3000 |
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MC |
4,8500 |
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D=Dmin [m] |
1,0000 |
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MD |
2,3000 |
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Cu(n) [kPa] |
17,0000 |
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D=Dmin [m] |
1,0000 |
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ρD [kN/m3] |
21,5820 |
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B [m] |
2,1000 |
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|
qkr[kPa] |
132,0886 |
< |
223,3961 |
|
Cu(n) [kPa] |
17,0000 |
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ρD [kN/m3] |
21,5820 |
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ρB [kN/m3] |
17,2940 |
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|
qkr[kPa] |
144,7997 |
< |
223,3961 |
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